CN114934447B - Multi-span suspension bridge tower zone beam section system conversion method - Google Patents
Multi-span suspension bridge tower zone beam section system conversion method Download PDFInfo
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- CN114934447B CN114934447B CN202210622859.0A CN202210622859A CN114934447B CN 114934447 B CN114934447 B CN 114934447B CN 202210622859 A CN202210622859 A CN 202210622859A CN 114934447 B CN114934447 B CN 114934447B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/70—Wind energy
- Y02E10/72—Wind turbines with rotation axis in wind direction
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/70—Wind energy
- Y02E10/728—Onshore wind turbines
Abstract
The invention relates to the technical field of bridge engineering, in particular to a multi-span suspension bridge tower zone beam section system conversion method. The method comprises the following steps of: s1, lifting the vertical height of a steel girder of a tower area to be higher than the lifting height of a girder section with a sling, and welding the steel girder into an integral girder section of the tower area; s2, hoisting a sling beam section, installing slings, wherein the slings are in a loose state; s3, abutting the sling beam section with the tower area beam section, and fixedly connecting the sling beam section with the tower area beam section; s4, for the sling beams Duan Xiezai, transferring the load with sling beam sections to the tower area beam sections; s5, unloading the tower area support, enabling the tower area beam section and the sling beam section to fall to a void state, transferring loads of the tower area beam section and the sling beam section to slings, and completing system conversion. The system conversion method is simple, the conversion efficiency is high, the linear matching of the sling beam section and the tower section beam section in the conversion process is extremely simple, the construction difficulty is extremely low, the construction efficiency is high, and the safety is greatly ensured.
Description
Technical Field
The invention relates to the technical field of bridge engineering, in particular to a multi-span suspension bridge tower zone beam section system conversion method.
Background
The suspension bridge has strong crossing capability and attractive appearance, and is a very important bridge type. The multi-span continuous suspension bridge is beneficial to reducing beams Duan Zhuaijiao nearby a tower area and improving travelling comfort.
For a multi-span continuous suspension bridge, 1-3 steel beams are generally arranged at the tower area without slings, and sling beam sections are arranged at adjacent positions. During construction, the tower section beam section is generally lifted and assembled on the tower section support for temporary storage, and is bolted and welded on the support to form a whole. And hoisting the adjacent sling beam sections, connecting the slings, unloading, and transferring the weight of the sling beam sections to the slings for bearing. Then, the tower section beam section and the sling beams Duan Xianxing are adjusted simultaneously by adopting measures such as jacking, weight pressing and the like to match, and are bolted and welded into a whole. And finally, releasing the supporting load of the beam sections in the tower area, transferring the weight of all the beam sections to a sling for bearing, and completing the system conversion.
The method for matching connection and system conversion of the tower section beam section and the cable beam section has very large construction measure, needs to synchronously adjust and match the tower section beam section and the cable beam section, relates to a plurality of operations such as jacking, weight and the like, and has the advantages of large difficulty in adjusting construction, long time consumption and high safety risk.
Disclosure of Invention
The invention aims to solve the defects of the background technology and provides a multi-span suspension bridge tower section system conversion method.
The technical scheme of the invention is as follows: a multi-span suspension bridge tower section system conversion method is carried out according to the following steps:
s1, hoisting a tower zone steel beam on a tower zone support, lifting the vertical height of the tower zone steel beam to enable the height of the tower zone steel beam to be higher than the hoisting height of a sling beam section, and then welding the tower zone steel beam into an integral tower zone beam section;
s2, hoisting sling beam sections on two sides of a bridge of the tower area Liang Duanshun by using hoisting equipment, wherein slings provided with the sling beam sections are borne by the hoisting equipment, and the slings are in a loose state by the sling beam sections;
s3, adjusting the sling beam section to be in linear matching with the tower section beam section, and fixedly connecting the sling beam section with the tower section beam section after the adjustment is finished;
s4, the hoisting equipment is provided with a sling beam Duan Xiezai, and the load with a sling beam section is transferred to the tower section beam section;
s5, unloading the beams Duan Zhicheng, enabling the tower section beam section and the sling beam section to fall to a void state, transferring loads of the tower section beam section and the sling beam section to slings, and completing system conversion.
According to the multi-span suspension bridge tower section system conversion method provided by the invention, in the step S1, the method for lifting the vertical height of the tower section steel beam to enable the height of the tower section steel beam to be higher than the lifting height of the sling beam section comprises the following steps: the position where the sling beams Duan Qidiao are adjacent to the two sides and can be connected with the sling is taken as a reference position, and the vertical height of the steel beam in the tower area is lifted to be higher than the reference position.
According to the multi-span suspension bridge tower section system conversion method provided by the invention, the position where the suspension cable can be connected after the suspension cable beam Duan Qidiao is the height position corresponding to the natural sagging of the lower end of the suspension cable.
According to the multi-span suspension bridge tower section system conversion method provided by the invention, the method for lifting the vertical height of the tower section steel beam to be higher than a reference position comprises the following steps: and lifting the steel beam of the tower area to enable the steel beam of the tower area to be 20-40 cm higher than the reference position.
According to the multi-span suspension bridge tower section system conversion method provided by the invention, in the step S1, temporary support structures are arranged on tower section supports to support the tower section steel beams after the tower section steel beams are lifted.
According to the multi-span suspension bridge tower section system conversion method provided by the invention, in the step S2, the method for hoisting the tower section Liang Duanshun bridge to the two sides by using the hoisting equipment comprises the following steps: the lifting device lifts the bridge with the sling beam Duan Zhida area Liang Duanshun to two sides, so that the sling beam section is positioned between the reference position and the tower area beam section.
According to the multi-span suspension bridge tower section system conversion method provided by the invention, in the step S3, the method for adjusting the sling beam section to be in linear matching with the tower section beam section comprises the following steps: lifting the area beam section with the sling beam Duan Heda by using lifting equipment to lift the area beam section with the sling beam Duan Zhi to be higher than the tower area Liang Duandeng.
According to the multi-span suspension bridge tower section system conversion method provided by the invention, in the step S5, the method for unloading the beam Duan Zhicheng comprises the following steps: and removing the temporary supporting structure between the tower section beam section and the tower section support to enable the tower section beam section to fall to a void state.
According to the multi-span suspension bridge tower section system conversion method provided by the invention, the method for dismantling the temporary support structure between the tower section beam section and the tower section bracket comprises the following steps: and arranging a jack on the tower area support, vertically lifting the tower area beam section by using the jack, transferring the load of the tower area beam section to the jack, and then dismantling a temporary supporting structure between the tower area beam section and the tower area support.
According to the multi-span suspension bridge tower section system conversion method provided by the invention, the temporary support structure comprises cushion blocks arranged on a tower section bracket.
The invention has the advantages that: 1. the tower area beam section is lifted in advance before the butt joint, the load of the sling beam section is borne by the hoisting equipment during the butt joint, the sling is in a loose state, the adjustment of the sling beam section is very convenient, the linear matching with the tower area beam section can be conveniently completed no matter the height or the corner adjustment, and compared with the existing matching method of the tower area beam section and the sling beam section, the method is simpler, the working procedure is fewer, and the construction difficulty is greatly reduced;
2. according to the invention, the tower area steel beam is lifted in advance before the butt joint, and the lifting height is higher than the lifting height of the sling beam section, so that the subsequent butt joint of the sling beam Duan Disheng and the tower area beam section can be facilitated, and finally, the load is converted into a sling by the tower area bracket more conveniently;
3. after the tower area beam section is lifted, a temporary support structure is arranged on the tower area bracket to support the tower area beam section, the temporary support structure is simple to arrange, the subsequent dismantling is convenient, and the tower area beam section falls to a emptying state more easily;
5. after the connection of the sling beam section and the sling is completed, the elevation of the sling beam section can be adjusted through the hoisting equipment, the whole sling beam section is extremely simple and convenient to adjust, and compared with the weight adjusting mode in the prior art, the construction difficulty is greatly reduced;
6. the unloading mode of the beam section support is extremely simple, and the unloading can be completed only by dismantling the temporary support structure between the tower section beam section and the tower section support;
7. according to the invention, the tower area beam section is lifted by the jack, so that the load of the tower area beam section is transferred to the jack, then the temporary supporting structure is removed, and finally the jack is retracted, so that the tower area beam section falls to a void state, and the load of the tower area beam section is transferred to the sling from the tower area bracket, so that the whole method is extremely simple, and the construction efficiency is extremely high;
10. the temporary supporting structure comprises the cushion blocks, the cushion blocks are visible everywhere, and the use cost is extremely low.
The system conversion method is simple, the conversion efficiency is high, the linear matching of the sling beam section and the tower section beam section in the conversion process is extremely simple, the construction difficulty is extremely low, the construction efficiency is high, the safety is greatly ensured, and the system conversion method has great popularization value.
Drawings
Fig. 1: the tower section beam section hoisting schematic diagram of the invention;
fig. 2: the invention has a lifting cable beam section lifting schematic diagram;
fig. 3: the tower section beam section and the sling beam Duan Xianxing are matched with each other;
fig. 4: the invention discloses a schematic diagram of a tower area bracket for transferring a sling beam section load;
fig. 5: the tower section beam section and the sling beam section fall to a void state to complete a system conversion schematic diagram;
wherein: 1-tower section beam section; 2-a sling beam section; 3-tower section support; 4-a sling; 5-hoisting equipment; 6-a cable; 7—temporary support structure.
Detailed Description
Embodiments of the present invention are described in detail below, wherein like or similar reference numerals refer to like or similar elements or elements having like or similar functions throughout. The embodiments described below by referring to the drawings are illustrative and intended to explain the present invention and should not be construed as limiting the invention.
In the description of the present invention, it should be understood that the terms "longitudinal", "transverse", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. indicate orientations or positional relationships based on the drawings, are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present invention.
Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include one or more such feature. In the description of the present invention, the meaning of "plurality" means at least two, for example, two, three, etc., unless specifically defined otherwise.
The invention will now be described in further detail with reference to the drawings and to specific examples.
As shown in fig. 1 to 5, the present embodiment relates to a multi-span suspension bridge segment system conversion method, and is mainly aimed at transferring the load of a tower section beam segment from a starting tower section bracket to a sling in the construction process of a suspension bridge. The tower area beam section 1 comprises 1-3 sections of tower area steel beams, and the tower area beam section 1 is formed by splicing tower area brackets 3. The sling beam section 2 is connected with the sling 4 on the cable 6 after being lifted by the lifting device 5, and the sling beam section 2 is connected with the tower area beam section 1, so that the load of the tower area beam section 1 is transferred to the sling beam section 2, and the load is actually transferred to the sling 4.
The specific conversion method comprises the following steps:
s1, building a tower area support 3 in a tower area, wherein the tower area support 3 is used as a bearing foundation of a tower area girder segment 1, hoisting tower area girders onto the tower area support 3 after the tower area support 3 is built, lifting the height of the tower area girders to enable the vertical height of the tower area girders to be higher than the hoisting height of a sling girder segment 2, and welding or bolting the tower area girders to form the tower area girder segment 1 after lifting in place;
s2, hoisting the sling beam sections 2 on the two sides of the tower section beam section 1 along the bridge by using hoisting equipment 5, wherein the hoisting equipment 5 of the embodiment is arranged on a cable 6, and the practical application is not limited to the hoisting equipment, so long as the requirement of hoisting the sling beam sections 2 can be met;
after the sling beam section 2 is hoisted in place, the corresponding sling 4 is connected with the sling beam section 2, at the moment, the hoisting equipment 5 is in a loading state, the sling beam section 2 is still borne by the hoisting equipment 5, and the sling 4 is in a loose state;
s3, positioning the sling beam section 2 and the tower area beam section 1 to enable the sling beam section 2 and the tower area beam section 1 to be in butt joint, and fixedly connecting the sling beam section 2 with the tower area beam section 1 after the butt joint is completed;
the sling beam section 2 in the embodiment is still borne by the hoisting equipment 5 at the moment, and the sling 4 is in a loose state, so that the sling beam section 2 is very convenient to adjust, and the adjustment of the height and the rotation angle is easier;
the sling beam section 2 and the tower area beam section 1 are fixed by welding or bolting;
s4, after the sling beam section 2 and the tower area beam section 1 are fixedly connected, unloading the sling beam section 2 by the hoisting equipment 5, transferring the load of the sling beam section 2 to the tower area beam section 1, and finally supporting the tower area beam section 1 by the tower area bracket 3, wherein at the moment, the loads of the sling beam section 2 and the tower area beam section 1 are transferred to the tower area bracket 3;
s5, unloading the beam Duan Zhicheng, slowly dropping the sling beam section 2 and the tower area beam section 1, enabling the sling beam section 2 and the tower area beam section 1 to drop to a void state, transferring loads of the sling beam section 2 and the tower area beam section 1 to the sling 4 at the moment, and completing transfer of the tower area beam section load from the tower area bracket 3 to the sling 4, and completing system conversion.
According to the conversion method, the tower area beam section is lifted in advance, the sling on the sling beam section is in a loose state before the tower area beam section is in butt joint with the sling beam section, the sling beam section is supported by using hoisting equipment, adjustment of the sling beam section is more convenient, linear matching is carried out with the tower area beam section easily, and difficulty in matching connection is greatly reduced.
In a further embodiment, the step S1 is optimized, in the step S1, the vertical height of the steel girder in the tower area is raised to be higher than the lifting height of the sling beam section, the position where the sling can be connected after the sling beams Duan Qidiao are adjacent to the two sides is taken as a reference position, and the vertical height of the steel girder in the tower area is raised to be higher than the reference position.
The position where the sling beams Duan Qidiao are adjacent to the two sides and then can be connected with the sling is taken as a reference position, so that the vertical height of the tower area steel beam can be conveniently determined.
In another optimized embodiment, the reference position is defined, and the position where the sling 4 can be connected after the sling beam section 2 with the sling in this embodiment is lifted is the height position corresponding to the natural sagging of the lower end of the sling 4.
The height of the lower end of the sling 4 naturally sags is taken as a reference position, the sling 4 is considered based on the connection of the sling 4 and the sling beam section 2, the sling beam section 2 is hoisted to the reference position, the lower end of the sling 4 just naturally sags to a corresponding position, and the position is the minimum height of the sling 4 and the sling beam section 2 which are conveniently connected.
In practice, the height of the lower end above the natural sagging of the sling 4 may be selected as a reference position, as long as the requirement for convenient connection of the sling 4 to the sling beam section 2 is met.
The butt joint of the sling beam section 2 and the tower area beam section 1 is carried out after the sling beam section 2 is lifted upwards to the same height as the tower area beam section 1.
In a further embodiment, the lifting height of the tower area steel beam is limited, and the tower area steel beam is lifted to enable the tower area steel beam to be 20-40 cm higher than the reference position; in practical application, the lifting height is not limited to this lifting height, and other heights are also possible as long as the requirements of the embodiment can be met.
In another preferred embodiment, the step S1 is optimized, and the tower area support 3 in this embodiment is a support that is normally set up, i.e. the height of the tower area support 3 is unchanged, and after the tower area steel beam is lifted in place, a temporary support structure is arranged at the upper end of the tower area support 3 to support the tower area steel beam.
The temporary supporting structure of the embodiment may be a cushion block or an unloading sandbox or the like, so long as the supporting tower section beam section 1 can be satisfied and the beam Duan Zhicheng can be conveniently unloaded.
In another embodiment, the lifting height of the sling beam section 2 is optimized, the sling beam section 2 is lifted by using the lifting device 5, and the sling beam section 2 is lifted to the tower section beam section 1 along the bridge to the two sides by using the lifting device 5, so that the sling beam section 2 is positioned between the reference position and the tower section beam section 1.
The sling beam section 2 is hoisted by the hoisting equipment 5, so that the sling beam section 2 is positioned between the standard position and the tower area beam section 1, the position can facilitate the connection of the sling beam section 2 and the sling 4, and the sling 4 is in a loose state at the moment, so that the sling 4 can be easily connected with the sling beam section 2; the hoisting of the sling beam section 2 and the butt joint of the tower section 1 are not affected.
In another embodiment, the step S3 is optimized, and the method for docking the sling beam section 2 with the tower section beam section 1 is optimized, and the sling beam section 2 is carried by the hoisting device 5 before docking with the tower section beam section 1, and the hoisting device 5 is hoisted at the gravity center position of the sling beam section 2, so that the hoisting device 5 can easily adjust the height and the rotation angle of the sling beam section 2, and the sling beam section 2 can be docked with the tower section beam section 1 easily through small-sized devices such as a chain block and the like, so that the linear matching of the sling beam Duan Heda section beam section is completed. The two can then be fastened together by welding or bolting.
In an alternative embodiment, the present embodiment optimizes step S5, unloads beams Duan Zhicheng, removes temporary support structures 7 between tower section beam section 1 and tower section support 3, drops tower section beam section 1 to an empty state, and transfers the weight of the entire tower section beam section 1 and the sling beam section 2 to slings 4 to complete the system conversion.
In a further embodiment, the present embodiment optimizes how to remove the temporary support structure 7, arranges jacks on the tower section support 3, vertically lifts the tower section beam section 1 with the jacks, transfers the load of the tower section beam section 1 to the jacks, and then removes the temporary support structure 7 between the tower section beam section 1 and the tower section support 3. Then slowly falling back to the jack, so that the weight of the whole tower section beam section 1 and the sling beam section 2 can be transferred to the sling 4.
The more specific system conversion method is carried out according to the following steps:
step 1: as shown in fig. 1, a tower area bracket 3 is built in a tower area, a tower area steel beam is hoisted to the tower area bracket 3, the tower area steel beam is lifted, the height of a sling beam section 2, which is convenient to connect with a sling 4 after being hoisted, is used as a reference position, and the lifting height of the tower area steel beam is 20-40 cm higher than the reference position;
after lifting in place, arranging a temporary supporting structure 7 on the tower area bracket 3, supporting the tower area steel beam by using the temporary supporting structure 7, and then welding or bolting the tower area steel beam into a whole to form a tower area beam section 1;
step 2: as shown in fig. 2, the hoisting equipment 5 is used for hoisting the adjacent sling beam sections 2 on two sides of the tower area beam section 1, the hoisting height can be higher than or equal to the reference position but lower than the height of the tower area beam section 1 at the moment, the sling 4 is mounted on the sling beam section 2, the hoisting equipment 5 is kept in a loading state, the sling beam section 2 is continuously borne, and the sling 4 is in a loose state;
step 3: as shown in fig. 3, the tower section beam section 1 is higher than the sling beam section 2, the sling beam section 2 is lifted by the lifting device 5, the sling beam section 2 is lifted to the same height as the tower section beam section 1, the corner and the like of the sling beam section 2 are regulated by the lifting device 5, linear matching of the sling beam section 2 and the tower section beam section 1 is completed by small tools such as a chain block, and the sling beam section 2 and the tower section beam section 1 are fixedly connected into a whole by welding or bolting;
step 4: as shown in fig. 4, the hoisting equipment 5 slowly descends the sling beam section 2 to gradually transfer the weight of the sling beam section 2 to the tower area beam section 1, the hoisting equipment 5 unloads the sling beam section 2, and the load of the sling beam section 2 and the tower area beam section 1 is borne by the temporary supporting structure 7 on the tower area bracket 3;
step 5: as shown in fig. 5, a jack is installed on the tower area support 3, the tower area beam section 1 and the sling beam section 2 are synchronously lifted by the jack until the weight of the sling beam section 2 and the tower area beam section 1 is transferred to the jack, the temporary supporting structure 7 on the tower area support 3 is removed, the jack is slowly fallen back until the sling beam section 2 and the tower area beam section 1 fall to a void state, and the weight of the sling beam section 2 and the tower area beam section 1 is transferred to the sling 4, so that the conversion of the system is completed.
The foregoing has shown and described the basic principles, principal features and advantages of the invention. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, and that the above embodiments and descriptions are merely illustrative of the principles of the present invention, and various changes and modifications may be made without departing from the spirit and scope of the invention, which is defined in the appended claims. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (10)
1. A multi-span suspension bridge tower zone beam section system conversion method is characterized in that: the method comprises the following steps of:
s1, hoisting a tower zone steel beam on a tower zone support, lifting the vertical height of the tower zone steel beam to enable the height of the tower zone steel beam to be higher than the hoisting height of a sling beam section, and then welding the tower zone steel beam into an integral tower zone beam section;
s2, hoisting sling beam sections adjacent to two sides of a bridge of the tower area Liang Duanshun by using hoisting equipment, wherein slings provided with the sling beam sections are borne by the hoisting equipment, and the slings are in a loose state by the sling beam sections;
s3, adjusting the sling beam section to be in linear matching with the tower section beam section, and fixedly connecting the sling beam section with the tower section beam section after the adjustment is finished;
s4, the hoisting equipment is provided with a sling beam Duan Xiezai, and the load with a sling beam section is transferred to the tower area bracket;
s5, unloading the beams Duan Zhicheng, enabling the tower section beam section and the sling beam section to fall to a void state, transferring loads of the tower section beam section and the sling beam section to slings, and completing system conversion.
2. The multi-span suspension bridge tower section system conversion method as claimed in claim 1, wherein: in the step S1, the method for lifting the vertical height of the steel girder of the tower area to make the height of the steel girder of the tower area higher than the lifting height of the girder section with the sling comprises the following steps: the height of the sling beams Duan Qidiao adjacent to the two sides and capable of being connected with the sling is used as a reference position, and the vertical height of the steel beam in the tower area is lifted to be higher than the reference position.
3. The multi-span suspension bridge tower section system conversion method as claimed in claim 2, wherein: the position where the sling beam Duan Qidiao can be connected with the sling is the height position corresponding to the natural sagging of the lower end of the sling.
4. A multi-span suspension bridge tower section system conversion method as claimed in claim 2 or 3, wherein: the method for lifting the vertical height of the steel beam of the tower area to be higher than the reference position comprises the following steps: and lifting the steel beam of the tower area to enable the steel beam of the tower area to be 20-40 cm higher than the reference position.
5. A multi-span suspension bridge tower section system conversion method as claimed in claim 2 or 3, wherein: in the step S1, after the lifting of the tower section steel beam is completed, a temporary support structure is arranged on the tower section support to support the tower section steel beam.
6. The multi-span suspension bridge tower section system conversion method as claimed in claim 2, wherein: in the step S2, the method for hoisting the girder section with sling on the two sides of the tower area Liang Duanshun bridge by using the hoisting device includes: the lifting device lifts the bridge with the sling beam Duan Zhida area Liang Duanshun to two sides, so that the sling beam section is positioned between the reference position and the tower area beam section.
7. The multi-span suspension bridge tower section system conversion method as claimed in claim 1, wherein: in the step S3, the method for adjusting the sling beam segment to be in butt joint with the tower section beam segment includes: lifting the area beam section with the sling beam Duan Heda by using lifting equipment to lift the area beam section with the sling beam Duan Zhi to be higher than the tower area Liang Duandeng.
8. The multi-span suspension bridge tower section system conversion method as claimed in claim 1, wherein: in the step S5, the method for unloading the beam Duan Zhicheng includes: and removing the temporary supporting structure between the tower section beam section and the tower section support to enable the tower section beam section to fall to a void state.
9. The multi-span suspension bridge tower section system conversion method of claim 8, wherein: the method for dismantling the temporary support structure between the tower section beam section and the tower section bracket comprises the following steps: and arranging a jack on the tower area support, vertically lifting the tower area beam section by using the jack, transferring the load of the tower area beam section to the jack, and then dismantling a temporary supporting structure between the tower area beam section and the tower area support.
10. The multi-span suspension bridge tower section system conversion method of claim 9, wherein: the temporary support structure includes pads disposed on the tower section support.
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| WO2018133045A1 (en) * | 2017-01-20 | 2018-07-26 | 中国铁建大桥工程局集团有限公司 | Method for mounting self-anchored suspension bridge |
| CN112227206A (en) * | 2020-09-07 | 2021-01-15 | 中交二航局第二工程有限公司 | Process design and construction method for ground anchor to self-anchored beam |
| CN113235435A (en) * | 2021-04-20 | 2021-08-10 | 中交二航局第二工程有限公司 | Cable-first beam-second self-anchored suspension bridge system conversion construction method |
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| CN101052768A (en) * | 2004-06-09 | 2007-10-10 | 独立行政法人土木研究所 | Cable stayed suspension bridge making combined use of one-box and two-box girders |
| CN101225638A (en) * | 2007-12-20 | 2008-07-23 | 中铁大桥局股份有限公司 | Method for mounting ground anchor type suspension bridge prestressed concrete stiffening box girder |
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| WO2018133045A1 (en) * | 2017-01-20 | 2018-07-26 | 中国铁建大桥工程局集团有限公司 | Method for mounting self-anchored suspension bridge |
| CN112227206A (en) * | 2020-09-07 | 2021-01-15 | 中交二航局第二工程有限公司 | Process design and construction method for ground anchor to self-anchored beam |
| CN113235435A (en) * | 2021-04-20 | 2021-08-10 | 中交二航局第二工程有限公司 | Cable-first beam-second self-anchored suspension bridge system conversion construction method |
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